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Specifications (45)
/L1 S -19.5-3f / 7'i5 - S4.1 47,gi r"4 RECEIVED CT ENGINEERING OCT 1 1 Z016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA X3109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace Plan 3410 Elevation D Tigard, OR Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing 3.5 psf Roofing-future 0.0 psf 518"plywood(O.S.B.) 2.2 psf Trusses at 24"oc. 4.0 psf Insulation 1.0I psf (1) 5/8"gypsum ceiling 2.8 ,psf Misc./Mech. 1.5';psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0'psf 3/4"plywood(0.S.13.) 2.7'psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF ggil" gill 0 (2)2X8 HDR r (2)2K8 HDR Z. �)1� RB.31 I 1���–�—(.– v o ' j Rb.d2 � •. e i il Ya • i f �w�. rs, 11 1 H o I HLi I �+ H u • GT.d1 © u u uGT u U U U • n' Y 1 I I TRUSSES AT 24"I O.C. TYPICAL Icc I rn 1= 'J 24 a • • 1. i 11r 11111.1111M 11 • '� —Ra.d6 -- -- –(2)2 r-HDR - r©II. •lii : ii:... :.�.:•.'::.•.� RB.d6 \t ti•::::`: a (2)2 4: HDR 1 ....... ... t (,)2X8 HD• s N.::1 Plan 3410D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL (P6 8 S1.2 / MS137 MST37 : ' -/P , 0 I /, 0 - iC- ® a . [-CI iw 4 3 II THIS P6 / SIDE �o� P6TM THIS SIDE I7- 7......._._........___i I 1 L I I I MST37 MST37 41113) 4.2 MST37 MST37 CO® El MST37 MST37 0 S18.2 Plan 3410D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL P3 8 S1.2 STHD14 .. _ STHD14 �� � ®� '' "' 4X10 HDR / STH®® 4X10 HSR 77 .�� � a� ._ AAIL )2X8 HD' 2)2X8 HDR i� 2X8S HBR4 o {j! _ I I I �1 �0; (2, KING ST�)DS I I -- -„�1 �_ J t :a ,; 1�€ , i4/:GRIN STiUJ _ -_ I I 1y= EACH.,SLOE MIN. W N 11 t C io ` :•f1XTJRES ABOVE— I f�t 1-1-_,_f_./_4! � a ..._..__._. , L �� G'L BOVE G f ABOVE O A w — ••__ Y-..,,,_ms r C I\ t ~ j � I v 1 8. r Q I ��- $O b = G I -` FIXTURES r ABOV- 21 tn., 1 X ,` I CNI:1 i = r - -- r --BEANG'YALE - _ / \` Ls,.4)(144-8. : �3 I Q3■�LSL Y1X14 FB I THIS , 11 ---4.1----1.1'7' f2 SIDE P6 'II 1 I�1��I'T B 7 I r -- -E_-- .. . �111m a KA p El i I I r 1 v• I- -: 2---- ? IN n m. `THIS I I 1 I i 1\ sfiiAIR / a P6TN SIDE I1 I 0 4 ......., : ` 1 \\FRAMING/ , x L'''l x. 11 1.1 I . A' W tv .- PX r, .� y 0_ B9 5 D14 __,,,, ` _.. ¢:.. ` STHD14 .' 8 ._. A 'C —.1.1---.1.4......_.Lid DI __ + LSL 17/,X14 FB 3 \ / I 2X8 ® 16 O.C. TOP OF CLOSET A I F GT ABOVE ;B \ GT ABOVE : 0J J / sim. \ 1 3 , ,. , ,.. , . .., , � 1 „,,, ,c,,,0 �. ego EI ai ' l Jm I + + IA w'� t r _�G! .. & e;&,- a B.al5 . . 1 _, RIMI OA�D - GT ABOVE jo ,a II CO 01H"� (2)2X8 HDR ID FLOOR ( o 18 0 i T'7 ?1�1 Lei 3 TO RIM NKR RI .� EXTEND - I RI< . m 56.1 Bm Q (-• li j ® -,_ �� 1 RtTIT_ I `` I STHD14 ��TRUCTURAL i.... STH014 I I - fiil FACISA 0 i ”" j 10I B.$8 I I $.20 1 I I NI (22r. H �H�Ff = DE! I4X4 Ij I u L__ -- -- — -- __.J el\ 2X ROOF FRAMING B'24" O.C. PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410D UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" FRENCH REVIVAL x._D. 13'-6h- 4-6 13-3 3'-3)fi" p_ 3'-6" • r THICKENED 0I SLAB EDGE i 3/h" CONC. SLAB I. B 0 5 i B 0 S1.2 _ n 0 St.2 �o r _STUD 4I i_ N S1HCL4 _ __SIHD1 ____STHD14__ �4 lel 1\I I�I r t w'1 T T r '7 �T� L 214- 1'TJ ® ® 1• rot I ' fr 16X1BX10 FTG • W/(2)/4 EA.WAY r -1 I-Y TYP.U.N.O. LTJ LEt TJ = I I 9/9"TU15 m rr!, 1-.7 ®16"O.C.U.N.O. •-_ -1+___—_—_—_—___4- I a w ,,L TTcJ LT I _ x { INSTAII GYSTFM TO 4.1 ALLOW ADEQUATE II I' 141"F % al DRAINAGE BENEATH -1 ¢ U SLAB ON GRADE AND p CRAWL SPACE rr1 f 1' I CONDITIONS LiJ I J 30030X10 FIG f i y4 EA.WAY9'-D3'i �T ,,,,Fru. KU WALL HIS Ii--POST UP r YV�FTC 1_4114:,-4,,,;TW(j(p3 SIDE +r-1--POST UP I 1 THIS Ps / < L1J i L J----_ _-- _�-r-_--- SIDED { m� i L Z_ CRANE S'3YLGC.�._. -n--------',Y,UIiN SPACE < ` n r j 2 - J^« I.ACCESS I IL ,—-------• • \\r �P,\` 1=2/1 /lrl , 1 4-,H—POST UP -STHD,4 2 4) sTHo1aJ LiJ P Dl I y 1 I I- 5 31�i" C. SLABSLABl POST UP--L-€ rI—POST UP It) ISI -57 D1 N POST UP R.-I.—POST UP 9-5} -I I - 1115 -0.-214,1 / —3x11£BLOCK OUT Jr I- 1 Z POST UP � ®STEM WALL TYP. __CSL 37¢X9Xi .I� F • 101) I I 1-0'-5-1% I I I T L _ J STRAPS 1 IillA ABOVE i___1 -�...7_ 1 , 1 �`i FIXTURE 1 1 st 2. ABOVE 1 CONC. SLAB s® STH�D14 �,%ti Yl I SLOPE 3" , e ® I I I 1 1 _ 1•-10.* 76._3. 2-4v"�1 6•_6" 7'-OJ5" D" I I _B" TOP OF SLAB V �THICKENED SLAB I 5'_D" EDGE CRAWLSPACE VENTING: SF= FRAMING CONTRACTOR SHALL 1 REQUIRED: 965 SF/150=6.43 SF=926.4 SQ.0.IN. VERIFY HOEDOWN LOCATIONS PRIOR PROVIDED: 942.5 SQ.IN.- 13 VENTS O 72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36"OF CRAWLSPACE CORNER. UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 3410D FOUNDATION PLAN 1/4"=1'-0' FRENCH REVIVAL Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3410D GT REACTIONS Timber Member Information ` GT.d1 GT.d2 GT.d3 GT.d4 GT.d5 GT.d6 Timber Section 3.125x21 3.125x9 3.125x9 3.125x13.5 3.125x10.5 3.125x21 Beam Width in 3.125 3.125 3.125 3.125 3.125 3.125 Beam Depth in 21.000 9.000 9.000 13.500 10.500 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fr,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type GluLam GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No No LCenter Span Data Span ft 34.00 14.75 8.00 22.00 8.00 34.00 Dead Load #/ft 75.00 60.00 30.00 30.00 150.00 30.00 Live Load #/ft 125.00 100.00 50.00 50.00 250.00 50.00 Dead Load #/ft 105.00 45.00 45.00 Live Load #/ft 175.00 75.00 75.00 Start ft 3.000 16.000 End ft 8.000 22.000 12.000 Point#1 DL lbs 445.00 650.00 545.00 940.00 LL lbs 740.00 1,080.00 905.00 1,565.00 @ X ft 3.000 16.000 5.000 12.000 Results Ratio= 0.5778 0.4484 0.4268 0.5931 0.4329 0.7106 Mmax @ Center in-k 346.80 52.21 49.70 155.37 68.61 426.53 @ X= ft 17.00 7.37 3.20 15.93 4.99 11.97 fb:Actual psi 1,509.9 1,237.7 1,178.1 1,636.8 1,194.9 1,857.0 Fb:Allowable psi 2,613.1 2,760.0 2,760.0 2,760.0 2,760.0 2,613.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 56.9 78.0 90.6 98.8 87.8 Fv:Allowable psi 276.0 276.0 276.0 276.0 276.0 276.0 .Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,275.00 442.50 562.19 544.09 804.37 1,562.94 LL lbs 2,125.00 737.50 935.94 905.91 1,339.37 2,603.82 Max.DL+LL lbs 3,400.00 1,180.00 1,498.12 1,450.00 2,143.75 4,166.76 @ Right End DL lbs 1,275.00 442.50 647.81 1,035.91 940.62 937.06 LL lbs 2,125.00 737.50 1,079.06 1,724.09 1,565.62 1,561.18 Max.DL+LL lbs 3,400.00 1,180.00 1,726.87 2,760.00 2,506.25 2,498.23 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OKII Center DL Defl in -0.519 -0.187 -0.050 -0.333 -0.042 -0.566 UDefl Ratio 785.4 946.6 1,931.7 792.9 2,262.0 720.9 Center LL Defl in -0.866 -0.312 -0.083 -0.554 -0.071 -0.943 UDefl Ratio 471.3 567.9 1,160.2 476.4 1,359.2 432.7 Center Total Defl in -1.385 -0.499 -0.132 -0.887 -0.113 -1.509 Location ft 17.000 7.375 3.936 11.704 4.128 16.048 UDefl Ratio 294.5 355.0 724.8 297.6 849.0 270.4 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN _Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist t (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3210D ROOF FRAMING Timber Member Information11 RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 RB.d7 Timber Section 2-2x8 2-2x8 2-2x8 4x10 2-2x6 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 5.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 100.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 60.00 Dead Load #/ft 270.00 Live Load #/ft 450.00 Start ft 1.000 End ft 4.500 Point#1 DL lbs 1,207.00 LL lbs 1,775.00 @ X ft 1.000 Results Ratio= 0.2944 0.4112 0.9656 0.8862 0.6595 0.2944 0.0701 Mmax @ Center in-k 9.07 12.67 29.77 40.43 12.67 9.07 2.16 @ X= ft 2.75 3.25 2.62 1.44 3.25 2.75 1.50 fb:Actual psi 345.3 482.3 1,132.7 810.1 838.0 345.3 82.2 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,270.8 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 36.6 101.1 152.9 51.1 29.7 9.9 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 206.25 243.75 708.75 1,306.28 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,993.06 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 3,299.33 650.00 550.00 240.00 @ Right End DL lbs 206.25 243.75 708.75 845.72 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,356.94 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 2,202.67 650.00 550.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 -0.024 -0.037 -0.016 -0.056 -0.012 -0.001 e UDefl Ratio 5,293.7 3,207.1 1,690.7 3,455.9 1,400.2 5,293.7 24,464.9 Center LL Defl in -0.021 -0.041 -0.062 -0.024 -0.093 -0.021 -0.001 UDefl Ratio 3,176.2 1,924.2 1,014.4 2,212.1 840.1 3,176.2 40,774.9 Center Total Defl in -0.033 -0.065 -0.099 -0.040 -0.149 -0.033 -0.002 Location ft 2.750 3.250 2.625 2.124 3.250 2.750 1.500 UDefl Ratio 1,985.1 1,202.6 634.0 1,348.8 525.1 1,985.1 15,290.6 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:Floor Framing Description 341 OBD FLR FRMG 1 OF 3 Timber Member Information111 B.1 B.2 B.3 B.4 B.5 B.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 4x10 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.500 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Ar,No.2 Hem Ar,No.2 Douglas Fir- Douglas Fir- Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Lards,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No enter Span Data Span ft 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 180.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 180.00 40.00 40.00 440.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft I htesults Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 Mmax @ Center in-k 38.57 15.62 12.96 41.83 39.70 11.81 177.87 @ X= ft 2.75 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 772.7 594.3 493.1 838.0 795.5 449.5 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,242.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 67.3 59.6 76.3 80.3 54.3 108.9 Fv:Allowable psi 207.0 172.5 172.5 207.0 207.0 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max. DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 @ Right End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 Ilileflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 UDefl Ratio 3,643.1 4,740.5 6,891.5 2,020.6 3,075.3 6,354.5 1,461.3 Center LL Defl in -0.029 -0.014 -0.009 -0.033 -0.027 -0.007 -0.307 UDefl Ratio 2,255.2 2,934.6 4,043.8 2,351.8 2,416.3 4,992.8 548.0 Center Total Defl in -0.047 -0.023 -0.014 -0.072 -0.049 -0.013 -0.422 Location ft 2.750 1.750 1.500 3.250 2.750 1.500 7.000 UDefl Ratio 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2,796.0 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x14.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Level,LSL 1.55E Level,LSL 1.55E Douglas Fur- Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 900.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 180.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,600.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 1,606.00 688.00 LL lbs 2,327.00 770.00 @ X ft 1.750 9.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 565.00 LL lbs 935.00 @ X ft 0.500 I Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 I Mmax @ Center in-k 15.04 80.19 6.25 47.36 12.72 24.05 207.03 @ X= ft 2.25 4.50 3.10 1.75 2.00 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -37.62 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 658.1 948.9 222.5 420.7 1,810.8 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 106.1 27.5 51.4 104.7 Fv:Allowable psi 150.0 310.0 356.5 180.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ` @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 1 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max.DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50 3,088.98 @ Right End DL lbs 303.75 810.00 1,606.39 960.50 500.00 687.50 1,956.07 LL lbs 810.00 2,160.00 2,326.94 1,583.50 560.00 770.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.014 -0.008 -0.002 -0.008 -0.330 UDefl Ratio 5,369.5 2,521.1 7,968.6 5,574.6 20,675.8 7,953.4 600.6 Center LL Defl in -0.027 -0.114 -0.019 -0.012 -0.003 -0.009 -0.303 UDefl Ratio 2,013.6 945.4 5,672.4 3,524.0 18,460.5 7,101.3 653.6 Center Total Defl in -0.037 -0.157 0.021 -0.019 -0.005 -0.018 -0.633 Location ft 2.250 4.500 6.048 1.750 2.000 2.750 8.448 UDefl Ratio 1,464.4 687.6 5,163.0 2,159.1 9,752.7 3,751.6 313.0 Cantilever DL Defl in -0.035 Cantilever LL Defl in -0.032 Total Cant.Defl in -0.067 UDefl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page , _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 341 OBD FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a17 B.18 B.19 6.20 Timber Section VL:5.250x16.000 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 20.00 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 LL lbs 770.00 @ X ft 10.500 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 Results Ratio= 0.8927 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,953.17 385.00 60.00 669.37 187.50 LL lbs 6,615.12 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 385.00 60.00 669.37 187.50 LL lbs 5,729.87 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 735.00 160.00 1,785.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.006 -0.000 -0.094 -0.006 UDefl Ratio 665.9 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.005 -0.000 -0.157 -0.010 UDefl Ratio 382.6 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.000 6.375 2.500 UDefl Ratio 243.0 3,668.2 63,514.7 610.6 3,793.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- tarch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL Ibs LL Ibs @X ft Point#2 DL lbs LL lbs @X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS 1..... ________ Code Code I Code _ Suggest Suggest Suggest LpiCk 1 Lp!ck Lpick Lpick Joist b i d Spa. LL DL M max V max: El L fb L fv L TL240 I L LL360 L max ; TL deft. rLL dell. L TL360 L LL480 L Max 'TL dell'TL dell LL defl LL deli size&grade width(in.)1 depth(in) (in.) (psf) (psf) (ft lbs) (psi) ; (psi) (ft.) ,(ft.) (ft.) 1 (ft.) (ft.) , (in.) 1 (in.) (ft.) (ft.) (ft.) (in.) I ratio (in.) ratio 9.5"TJI 110 1,75 9.51 19.21 40 15 2380 1220 1 40E+08 14.71 27.73 15.23: 14,80 14,71 0,66: 0.48 13.31 13.45 13.31 0.441 360 0.32 495 ----- •- 1111- --- -- 1111- - ---_ 1111- - --- .--- --- 9 5 TJI 110 1.751 9.51 161 40 15` 2380 12201 1.40E+08 16.11 33.27 16.191 15.73115.73 0.7210.521 14.144 14.29 14.14 0.471 360 0.34 495 9.5"TJI 1101 1.751 9.51 121 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.3111 17.311 0.791 0.581 ! 15.57 15.73 1157 0.521 360 0.38 495 9 TJI 1101 1.7511 9.51 9.6: 40 15 2380 1220 1.40E+08 20.801 55.45 19.19L 18.641_ 18.641_ 0.85 0.621 16.77 16,94 1677 0.561_ 360 0.41 495 j 11 9.5"TJI 1101 1,75 9.51 19.2; 40 101 2500 1220 1.57E+08 15.811 30.50 16.34! 15,37 15,37 0.64 0,511 I 14,27 13.97 1197 0.44 384 0,35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32' 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 -,,14.84 0.46 384 0.37 480 9.5"TJI 1101 1.751 9.51_ 121 40 10 2500 1220: 1 57E+08 20 001 48.80 19.11: 17.981 17.98 0.751 0.60 16.69 16.34 16.34 0.51 1 384 0.411__ 480 1 -1111 -- 111-- 1111 - 9.5"TJI 11011.751 9.5 9.61 40 10. 2500 1220 1.57E+08 22.361 61.00 20.581 19.371 19.37; 0.81 0.65 17.98 17.60 17.60 0.55 384 0.44 480 1 I 9.5"TJI 2101 2.06251 9.5, 19.21 40 10 3000 1330; 1.87E+081 17.32 33.25 17.32: 16.301 16.30; 0.68 0.54 15.13 14.81 14.81 0.46 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 ".15,74 0.49 384 0.39 480 9.5"TJI 2101 2,06251 9 5 12! 40 101 3000 1330 1.87E+08 21.911 53.20 20.261 19 061 19 06. 0 79 0.641 17.70 17,32 P17 32 0.541, 384 0A31 480 9.5'---- --------- -r----- ----25 r 9.5---- ----a-----, 40 10 3000 r---- -1111-- --- '---------- --- 1111 -- ------ -- ----- TJI 8 0.681 I 19.06 8.6 ) - 3 0.471 8 20.53 20.53 0.86) O.68t 18.66 18 66 0 58) 384 480 • 9.5,TJI 230 2.3625 9.5 19.21, 40 101 3330 1330 2.06E+08 68.25 33.25 67.89, 16.831 16,83 0.701 0.561 15.63 15.29 15.29' 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08'' 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 18,25 0.51 384 0.41 480 9,5"TJI 2301 2,31251 9.51 121 40 101 3330 13301 2.06E+08 23.08' 53.20 20.921 19.69 19.691 0.82 0,66 1 18,28 17.89 17.89 0.56 384 0.451. 480 9.5"TJI 2301 2.3125 9.51 9.6! 40 101 3330 1330 2.06E+08 25.81 66.50 22.54! 21.21 21.21 0.88 0.71 1 19.69 19.27 19.27 0.601 384 0 481 480 11.875'.TJI 1101 1.161- 11.8751 19.21 40 1 of3160 1560 2.67E+081 17.781 39,00 19.50 18.351 17,78 0.67; 0.541 17,04 16.67 16,67 0.52 384 0,421 480 11.875"TJI 110 1.75 11.875 16 ! 40 10 3160 1560 2.67E+08 ':19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.12 0.55 384 0.44 480 11.875"TJI 110' 1.751 11.8751 12' 40 101 3160 15601 2.67E+08 22.491 62.40 22.811 21.461 21.461 0.891 0.721 1 19.93 19.50 19.50 0.611 384 0.491 480 11.875"TJI 110 1.751 11.8751 9.6 40 10 3160 15601 2.67E+08 25.141 78.00 24.571 23.121 23.121 0.96! 0.771 21.46 21.01 21.01 0.66 384 0.531 480 II j 1111 '- -- r-- --- -- -- _--1111--- -- 1111-1111 1111- ------- --- '-r---- i 1111.....-- - .__--- 7 1111 *- -- -__ _._...1111 __._._ _ r..._.----.. 11 875"TJI 2101 2.0625 11.8751 19.2; 40 10 3795 1655; 3.15E+08 19.48! 41.38 20.61: 19.39 19.39 0.811 0.65' 18.00 17.62 17.62 0.55 384 0.441 480 11.875"TJ1 210 2.0625. 11.875 16 'i 40 10 3795 1655 3.15E+08 'i 21.34 49.65 21.90 20,61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.8751 12 40 101 3795 1655 3.15E+08 24.641 66.20 24.10 22.681 22.68: 0.95.1 0.761 21.05 20.61 20.61 0.64E 384 0.521 480 _- .4 * 1-02 1 0.81 .6 22.2 6 11.875"TJI 2101 2.06251 11.8751 9.61 40 101 3795 165-51-3.15E+08 27.551 82.75 25.96-I-- 24.43, 24,43. 1.021 0.81 22.68 22.20 22.20 0.691 384 0.55i 480 1 1 I 1 1.................. 11.875"TJI 2301 2.31251 11.8751 19.21 40 101 4215 1655 3.47E+081 20.531 41.38 21.28 20.031 20.03! 0.83, 0.671 i 18.59 18.20 18.20 0.57 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 r 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230; 2.31251, 11.8751 12•- 40 101_ 4215 1655 3.47E+08 25.971._...66.20 24 89 23.421. 23.421_ 098«_ 0.78' i 21.74 21.28 21.28 0.671_ 384 0.531 480 1111- --- --- 1111 --- --- --- -- ---- --- 1111- 11 875 TJI 2301 2.31251 11.875 9.614" 40 10 4215 1656;_3.47E+08 29.031 82 75 26.6-1J. 25.231 25,23 1.051 0.841 1 23A2 22.93 22.93 0.72; 384 0.57[ 480 1 1 1 11.875"R FPI 4001 2.06251 11.8751 19.2 40 101 4315 1480! 3.30E+08 20.771 37.00 20.931 19.691 19.691 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480' 11.875"RFPI'400 2.0625 11.875 16 40 1014 4315 1480 3130E+08 22.76 44.40 22.24 20,93 20.93 0.87 0:70 19.43 19.01 19,01 0.59 384 0.48 " 480 1 I3.30E+08 29.381 74,00 26.37! 24,811 24.81 1.031 0.83, 21.03 20.93 20 94 0.75 384 0.561 480 10 .... .. ..............8. 11.875"RFPI400 2.0625 11.8751 12 40 10 4315 1480 3.30E+08 26.28; 59.20 24.48, 23.031 23.03, 11.875"RFPI 400 2.0625 11.8751 9.61 40 10 43151 1480'; ' 1.031 0.83, 23.031 22.54 22.54.'. 0.701 3841 0.561 4801 Page 1 D+L+S CT#14189•Betahny Creek Falls LOAD CASE (12-12) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke __1.00 Desi.n Bucklin.Factor 111111.111111111111111.1111111111033111111111111111 ��� __ _-_-- _- c 0.80(Constant > Section 3.7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5-��� _,_,,,..___ ----____.��inill ____._. _..._ Cf 0 ���1997 NDS �� Cb Section 2.3.10 --- Bendi p Comp_. Size Size s(�.'� _-__,_.__ Cd Fb -��_ _ _--��j®duration duration factor factor =__ ��_�_-_- Stud Grade 1Mdth Depth Spacin.,HeightVert.Load Hor.Load <=1.0 Load @ Plat:Cd(Fb)Cd (Fc) fil Cr CrHiFc perp Fc E Fb' Fc perp'pi Fce EN lc fc/F'c fb MI In. in. In, ft. ® If f 11 - its) psi__ .si psi .sl psi .I .sl gumm®®m 7,7083-��' 0.9916 09 1.00 1.15 um 1.05 1.15- 405 800 1,200,000 854111111E3 966 515.42 439.37 1.00 0.00 0.000 H-F Stud ®®m-®''_ 0 0.9986 1993.4 1.00 _1_15 M 1.05 1.15�- 800 1,200,000�� 988 - 0.00 0.000 H-F Stud 1.5 ®®-®"_ 0 0.9947 2657.8 1.00 1.15 ®' 1.15-®' 800 1,200,000 966 IIEE0 340.90 340.00 0.00 0.000 H-F Stud 1.5 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 ®® 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 ®1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud ® Oagam®"_' 0.9921 1.00 1.15 1.05® 675 ®' 800 1,200,000 854 449.95 1.00 0.00 0.000 - -_-__-__- -_--_ �_-- -- SPF Stud 1.5 ®mggrammogico_' 0.9952 Nuommiggi 1.15 ®1.05 1.15 ma- 725 1,200,000 854 MEM�` - 0.00 0.000 SPF Stud 1.5 --®''-__' 0.9944 2091.8 inamplusgi 1.05 1.15- 425_ 725 1,200,000 854® ��- 0 00 0.000 SPF Stud 1.5 _ l 0.9944 - 1.15 ®1.05 1.15MN425 725 1,200,000 854 IllimuallE3378.091111roamma®" 0.00 0.000 SPF Stud ® 3.5 mmusamp 1525.ma 0.9957 2091,8 sum1.15 ®I 1.15 aminammg 1,200,000 854 531 875.438- 0.00 0.000 SPF Stud_ 1_5_ _3.5 ® �m 28.3 2030 0 0.9925 _2789.1 1.00 1.15 1.05_1.15 725 1,200,000 = 3 531 875.438 449.95 __388.13 386.87 000 0000 SPF Stud 1.5 3.5 � : 28.3 3050 0 0.9957 4183.6 1.00 1.15 ®1.05 1.15- 425 725 1,200,000 531 875.438 449.95 388.13 387.30 0.00 0.000 - 1111111.1111111.0.1111M111.1=11.111111111=1111 -_--___..__-_.----1=1111111.101.11111111 __ _- ®®� - . 0.2408 3132.4 1.00_ 1 15 mu�® 850 405 m 1,300,000 1031.58 0.49 0.00 0.000 lZil:EIIIII®® -�®_ 0.3652 3132.4 1.00 _1.15 ®INCI® 850 -®" 1,300,000®-''11111111111111311111113M 506.18 0.60 0.00 0.000 ®®mniusa ®_ 0.2858 1.00 1.15 ® ®®' ®' m 1,300,000®-�i �� 506.18 0,00 0.000 ----�__-2_---_---_ --_- - SPF#2 ®® -__. 3287.1 1.00__1.15 Up 1.15 875 425 ®' 1,400,000 1,308®I 1484.89 1015.45® 0.52 0.00 0.000 ' SPF#2 ®�-�__ 0.3905 3287.1 1.00__1.15 O 1.15 875 425 -1,400,000 1,308 531�EM 850.16® 0.62 0.00 0.000 SPF#2 ®�® 18.0 3287 0 0.3158 3287.1 1.00- 1.15 �® 875 MI 1150 1,400,000 531lial 1296.30 945.38 0.56 0.00 0.000 MINI �M1__- ---__- SPF Stud ®® -__' 0.9913 2091.8 1.00 1.15 ®I]�m�®1,2IIIIINIIIIIIIIIIIIIIIIIMII _00,000 W® � 139.02�� 0.00 0.000 MINIIIIIIIIIIIIIIIIIMIIIIIIIMIIIIIIIIIIIIIIIIIIIMIIIINMI MINI 111111111•1111111111M1 SPF#2 ®m 19-®'_' 0.9917 ��®�®'®ugg-m' 1,400,000MM�1454.75 235.32 mag- 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220,14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betehny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 i Ke 1.00 Design Bucklin,Factor D+L+W 1121._. c0.80(Constant)> Section 3.7.1.5 Cr _ .171 ___........ 3.... KcE 0 0.330(Constant)> Sectionn 3.7.1.5 _.._.. .__1112 2221-_ __-_.._..._..._......._..--Cf(Fb) Cf(Fc) 1997 NDS _ Cb (Vales) > Section 2.3.10 Bending Com_Size Size Rep. _ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration durationfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load ktt 1.0 Load 0 Platd Cd(Fb1 Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb (b/ in. in. in. ft. plf psf plf (FbJ (Ec) psi psi psi ,,,,psipsipsipsipsi p psi psi psi Fb"(t-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1,00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.6011 00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 378.09 333.99 191.75 0.57 447.52 0.685 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60_ 1.00 1.1 11.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1#0 1.1 1.05 1.15 675 425 725 1200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0616 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 76125 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 7112 SPFStud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1 116 __.._5 _-..1. ...._.__._..___....__...00 1.1 5 5_..._1..,20000.0_._...1.,36.___. 5 37 ...1806.....__._..._._..._..383 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 378.35 284.80 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.601.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1,60 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 7722_ SPF#21.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 2222. 1222._ SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 M##.. 0.979 SPF#2 1.5 `5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927,02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.97 0.44 927.02 0.796 • Page 1 D+L+W+.SS CTM 14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+312 c 0.80(Constant)> Section 3.7.1.5 3333 3333 Cr 3..33..3...._... -..�..--.. __ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spaci!Height Le/d Vert.Load Hot.Load 4=1.0 Load till Plate Cd Eh).cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb tb/ in. in. in. ft. pif psf pit _ 3333 Ste_(Fc) psi psi psi _psi psi psi` psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9988 1993.4 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 194.29 0.57 447.52 0.674 ll-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1,60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.85 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 449.95 388.13 247.82 0.64 381.37 0.588 SPF Stud 1.5 3.5 72 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud --3339922 4 --.. 33......1..._....__- _3...200,00 8 0.77 36 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 _1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0,49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 _1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5314 1454.75 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 OWN 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600' 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 DuLuS+.5W CT#14189-Betahny Creak Falls I LOAD CASE (12.15) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W/2> "'- --._ c 0.80(Constant) Section 3.7.1.5 Cr ..._ ......_ .. 1.1.1...1.....__.._ 1.1..1.1.__ 1.1....1..1...._.._.... ___-_........._..-._. KcE 0.30(Constant)> Section 3.7.1.5 _ Cf(Fb) Cf(Fc) 1997 NDS Cb wades) > Secton 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load Hor.Load u=1.0 Load Sat Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in. In. in. ft. plf psf plf EbL(Fc) psi psi psi psi psi psi psi pal psi psi psi Fb'(1-fc/F2e li-F Stud -1.5 3.5 16 7.7083' 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200:000 1,366 506 966 378.09 340.90 26286 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 825 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200200 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1801.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1,05 1.15 675 425 725 1,200200 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 OFF Stud 1.5 3.5 12 8.25 28.3 16604.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 .____._._.........._._______..__-1.1.1.1.....__-1.1.1.....1..-.1....1...1. 1._..1.1...1...1..-.1.1.1.1.--_._..__....- SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0,9969 4183.6 1.80 _1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1011.45 837.57 506.18 0.60 90.61 0.089 HF#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 18.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1,5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1' 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.82 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 18 14.57 50.0 255 4.23 0.9959 2091.8 1.60_._.11.15 1_1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.601_15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 0 1.00 Desalt Bucklin.Factor IIIIIIIIIIIIIIIIII �_ 11111111111111111111111111 __ c 0.80(Constant)> Section 3.7.1.5 ����® _.��E®���..._._CL ®�� ND"MEM= KcE 0.30 Constant > Section 3.7.1.5 Cf r 1997 NDS Cb [# �Sada"2.110 ---_Bendin. Comp. m�m _ �' � �QM���m- -�____--� OF duration dura5on�� __m ����--mm- Stud Grade �Q, m� Hor.Load 1112:11:111==Cd Fb Cd Fc WREN 1111:1111ZITIO Fc -E IIIZMIIIIIZGIIIIIZIIIIIIZCIIIIIGEIIIMIIZNIIEENIIIIEIIIIIIIIEMII MIRAMMELE11.12.211IMEIMIIEMIZIEDI - FbL Fc __psi �l .. 5 _psi ���� psi ���mII� 0.9983 1.60... _1.15 1.1 1.05®� 405 800 200 000 1.366 506 966 515.42 441.22 � � 1,5 mm��® 0.9960 1.60 _1.15 ®®' ®�� 800 1,200,000 506 966 378.09 340.90 1I 188.85 H-F Stud 1.5 ®m®r ®' d 0.9937 1.60 1.15 ®1.05 1.15 mm 800 1,200,000 506 966 378.09 340.90 MMmKEL MIIIM H-F Stud 1.5 Emagamonommigrammemmilmannica 1.15 ®1.05 1.15 m®' 800 1,20S,000101131011111311 966 449.95 305.22 miligainvoggimm H-F Stud ®® 8.25��® 0.9947 1.15 ®� 405 800 1,200.000 508 966 449.95 395.22® 1 0.82 119.0 H-F Stud ®® 8.25 mm�® 0.9966 3986.7 _._1.15 'Er 1.15 Km 405 800 1,200,000 506 966 449.95 395.22 0.87 79.34 0.244 _-�m-----_ OM 11111111111111111111111 MINN -_m_ SPF Stud ®®m12/011mM0 3.57munnEcom1.60_® 1.1 1.05 1.15 m 425 725 1,200,000 1,366 531 ����138.53 0.324 SPF Stud m®mom®' 1000 3.57 0.9918 1.60 1.15 1.1 1.05 1.15 675 _425 725 1,200,000 1,366 531 378.09MM 253.97 0.76 188.85 SPF Stud ®®®� 30.9 3.57 0.9962 1.60 1.15 1.1 1.05® 675 425 ®1,200,000 1,366 531 Ene3 378.09MM 268.57 0.80 imammaan SPF Stud 1.5 ®mom 28.3 1210® 0.9932 2091.8 NEM_1.15 m®' 1.15 mm®1,200,000MO 531 875.438 449.95 388.13mm� 158.68 0.366 SPF Stud _15 3:5 825 283 1690 3.57_09940 2789.1 ®'' 1.15 1.05 1.15 675_m_725 1,200,000 1,366 _ 531 875.438 449.95 388.13 321.90 119.01 __0.306 SPF Stud 1.5 3.5 8.25 28.3 2670 3.57 0.9987 4183.6 1.80 1.15 1.05 1.15 675 MI 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 ®®m ®® 0.2844 3132.4 1.60 1.15 •1.15 850 mai 1300 1 300,000 2,033 506 1644.5 1378.83 1031.58 0.49 56.10 0.044 ®®0m11111113®® IESEEEMIIIIECII_j',15 ®®i® ®' ®" 1 foo 00011111E1 506111:211111110 837.57 76.47 0.075 ®®mIKEIIIIIII®® '�''r IIIMEILMI 1.60 1.15 111111111513111111110 405 NI 1,300,000®' ®''11=1103/1 ®' 64.26 0.056 SPF#2 ®®mscasmmEn® '�' 3287.1 1.60_ __1.15 MUM 1.15.' 425 1150 1,400,000mu®1454.75 1484.89 1015.45® 0.52 58.10 0.042 SPF#2 ®®mM®®® 3287.1 1.66 _1.15 num1.15�m 1150 1,400,000®®1454.75 108925 850.16® 0.62m 0.071 1 400 000 __1298.30 _ 64.28 0.052 SPF#2 ®m 0.3678 �IIIIIIIIIIMIIIIIIIIIINIIIIIIMIIIIIIIIMIIIIIINII_®'' 1.15 ®®'®mm®' -.... �IIIIIIIIIIMIIIIIIIINII _®� �_®�' -' � IIIIIIIIIIIII m m_- -- �� INIIIIIIIIIIMI MINN SPF Stud ®®��'m � 0.9981 1.60 ��®' ®m� 725 1,200,000 INEEQiEO 139.02111111M:Ir 494.93 NM1111111111111111111111=11111111=1111111M11111111111111111 ___ IIIMIIIIIIIMIIIIIIINIII NM NUM INIIIIIIIIIII 1.5_®m� 41.5 0.9910 1.60 1.15 ®� �m 1150 1,400,000®'' ®1454.75 244.40 235.32 164.85m 340.83 0.500 H-F#2 1.5 5.5 18 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 s lautBata iitiolo uis -rt 661 7744 -aJorris A. 1 91 *V %ffiL51 1 4,240,4,.-=‘,9 -tr scisTe-ttea-m'v ).451.1)) 416 - 004(9,fet =c'4I - /451 - aigot - "<4. 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Structural Engineers ?e_SOPI/OC 4-,3.6413 Design Maps Summary Report Page 1 of 1 E. Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III an i � r d � , Q kx ' . 5 yt mow $ P .. 3 Y �2 K ng city ! ,1 attr USGS-Provided Output Ss = 0.972 g SMs = 1.080 g S°s = 0.720 g S1 = 0.423 g S. = 0.667 g Sol = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER Resp nse S cum DesignR pons spectrum 0,06 0,82 ttr do 3 0,46 o,080,64 0,774,S to 0.55 i 3tfl �' 0.44 4, an0.24 an 4.20 cut tt 00 t! 4,44 0 20 0.4 0.04 G. 4 1.00l fl 1.14 1.SO 2, fJ 2. 0.444 0.20 4140 0,G0 4l. 1. 1. 4 1.40 L 0 2 Per104'rioted P�"� { Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252: Plan 3410 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/desiqnmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM.=Fv'Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3"SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDS= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC., = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3410 SDs= 0.78 h„ = 18.00(ft) SD1= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020'ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1'ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(1-2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w, w; *h,k wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 18.00' 18.00 1460 0.022' 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00' 10.00 1460 0.028 40.88 408.8 0.41 2.53 6.11 1st(base) 10.00 0.00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F1 E F, w1 E w; FP, = EF,=wpo, 0.4*SDs*IE*WP 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPX FPX Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14252:Plan 3410 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00-ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 34.0 43.0ft. V u/t. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sao.coat= 113; r mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable` Gable PS30A= 28.6 : 28.6 psf Figure 28.6-1 PS30 8= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 203 20.7';psf Figure 28.6-1 Ps30o= 4.7`. 4.7 psf Figure 28.6-1 A= 1.00 1:00 Figure 28.6-1 Ke= 1.00 1.00' Section 26.8 windward/lee 1.00 1.00'(Single Family Home) A•Kn*I : 1 Ps=A*Kzt*I*pa3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAandoaverage= 24.7 24.7 psf (LRFD) PsBandoevaraaa= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00; 0.88` 0:89 16 psf min. 16 psf min. width factor 2nd-> 1.00', 0.89] wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 Ar= 1005 13.6 16.1 V(ns)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3410 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.001 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0:00 000. 0.40; 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14252: Plan 3410 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable v w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof Panel Height 9 ft. Seismic V i= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V I= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eftC 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM LineVeam OTM ROTM Unec Ue�m Us„m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 33.5 36.0 1.00`> 0.15'' 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 Ext. left 2 0 0.0 0.0 100 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00. ": 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0• .00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 + 0.0 '" 0.0 1.00 i' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00: 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00> 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl**' 730 39.5x 40.0 0.90: 0.15' 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6-TN 73 16.11 58.66 -1.10 -1.10 23.50 71.10 -1.23 -1.23 0.66 pert Ext. right2 0 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3**' 0 0.0 0.0 1.00: 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00> 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0,0 0.0 1.00; 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 100 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00: 0.00. ' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00: 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00'> 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0,0 0,0 1.00: 0,00,' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00'; 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00u 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' `0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00: 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0• .00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0• .00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00', 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00; 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 EVwlnd 5.22 EVEQ 3.58 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind N-S V I= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 42.3 42.3 0.94 0.15 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66.27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 pert Ext. left 2 0 : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 730 46.3 46.3 0.87 0.15 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 88.5 80.0=Leff. 2.94 5.22 2.53 3.58 1.00 EVwind 8.16 EVE4 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 3.58 klps Design Wind E-W V i= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind E-W V I= 5.94 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Ge 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL e%. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ueurn OTM RoTM Unet Ue„m Ileum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 320 6.5 11.5 1.00 0.15 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front BR3* 410 8.3 14.8 1.00 0.15 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft* 0 2.8 7.8 1.00' 0.15 0.00 0.00 0.00 0.00 1.00 0.61 0 -- -- 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSTR 730 21.8 27.8 1.00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 136 16.11 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Living 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - + 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EVnd 5.94 EVEQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height 10 ft. Seismic V I= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V I= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Ueum Usum HD (sqft) (ft) (ft) (MO (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 5.8 11.3 1.00 0.15 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 223 7.85 2.45 1.04 1.78 13.01 2.97 1.94 3.37 3.37 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 7.7 14.2 1.00 0.15 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 10.05 4.03 0.86 1.46 16.67 4.89 1.68 2.94 2.94 Int pdr 0< 3.0 8,0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.60 0--- --- 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int DIN 0 s 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 1074 14.0 16.0 1.00 0.00' 2.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 1.40 1.40 27.35 0.00 2.05 2.05 2.05 Gar Rear 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit* 252 9.5 14.5 1.00 0.30' 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 272 16.07 10.23 0.66 0.36 25.82 12.40 1.52 1.50 1.50 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear LIV* 133 5.0 17.0 1.00 0.30 0.34 1.02 0.23 0,62 1.00 1.00 170 P6 P6 272 8.51 6.31 0.51 0.51 13.59 7.65 1.37 1.37 1.37 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 E V u„nd 9.64 E V ED 6.11 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14252:Plan 3410 '' SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 plf V eq 780.0 pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w= 1300.0', pounds V1 w= 650.0 pounds V3 w= 650.0 pounds -� v hdr eq= 67.8 pK -H head= A v hdr w= 113.0 plf 1.083 v Fdragl eq= 170 F2 eq= 170 • Fdragl w= =3 F2 -283 H pier= vi eq= 120.0 plf v3 eq= 120.0 plf P6TN E.Q. 4„0 v1 w= 200.0 plf v3 w= 200.0 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 170 feet • Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 plf P6TN 4.0 EQ Wind v sill w= 113.0 plf P6TN feet OTM 7085 11808 R OTM 4872 5951 UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 L2= 5.0 L3= ', 3.3 Htotal/L= 0.79 4 0 10 4 0 Hpier/L1= 1.23 Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3* Roof Level w dl= 150 plf V eq,.;;'1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds v hdr eq= 68.5 plf A H head= T v hdr w= 92.9 plf 1.083 'ir Fdragl eq= 223 F2 eq= 223 Fdragl w= ! F2 -302 H pier= v1 eq= 122.4 plf v3 eq= 122.4 plf P6TN E.Q. 5.0 vi w= 166.1 p/f v3 w= 166.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 223 feet A Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 plf P6TN 3.0 EQ Wind v sill w= 92.9 p/f P6TN feet OTM 9174 12444 R OTM 8015 9790 r UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 4.1 L2= 6.5 L3= 4.1 Htotal/L= 0.62 4 r 4 Hpier/L1= 1.21 Hpier/L3= 1.21 L total= 14.8 feet JOB#. CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf V eq 0.0 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 0.0 plf A H head= T v hdr w= 0.0 plf 1.083 W Fdragl eq= 0 F2 eq= 0 • Fdragl w= • F2 -0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 plf — E.Q. 2.5 vl w= 0.0 plf v3 w= 0.0 plf — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 0 feet • Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 plf — 5.5 EQ Wind v sill w= 0.0 plf — feet OTM 0 0 R OTM 2213 2703 UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4 L2= 5.0 L3= 1.4 Htotal/L= 1.17 o• 0, 4 0 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 7.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR' Roof Level w dl= 150 plf V eq 183.0 pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w= 3830.0 pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds - -1,.. v hdr eq= 6.7 plf > A H head= A v hdr w= 140.1 plf 1.083 v Fdrag1 eq= 34 F2 eq= 6 A Fdrag1 w= .0 F2 -131 H pier= v1 eq= 8.6 plf v3 eq= 8.6 plf P6TN E.Q. 4.0 vl w= 179.6 plf v3 w= 179.6 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e.- 6 feet • Fdrag3 w=710 F4 w=131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 plf P6TN 4.0 EQ Wind v sill w= 140.1 p/f P6TN feet OTM 1662 34788 R OTM 27515 33612 ♦ • UPLIFT -970 44 Up above 0 0 UP sum -970 44 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.3 Htotal/L= 0.33 , , 0-4 ' Hpier/L1= 0.22 Hpier/L3= 1.20 L total= 27.3 feet JOB#: CT#;14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850,0, pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V 1 w= 680.0 pounds V3 w= 680.0 pounds v hdr eq= 50.0 pff •H head= A v hdr w= 80.0 plf 2.083 v Fdragl eq= 300 F2 eq= 300 • Fdragl w= ,?0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 pff v3 w= 272.0 pff P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= -I F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 v • UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 f 0 4 ►4 10 Hpier/L1= 2.00 0 Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl= 150 plf V eq 1610.0 pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w= 1980.0, pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds v hdr eq= 111.0 plf - 10. A H head= A v hdr w= 136.6 plf 2.083 v Fdragl eq= 321 F2 eq= 234 • Fdragl w= •5 F2 -287 H pier= v1 eq= 169.5 plf v3 eq= 169.5 Of P6 E.Q. 5.0 v1 w= 208.4 plf v3 w= 208.4 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 v Fdrag3 eq= F4-•- 234 feet • Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 plf P6TN 3.0 EQ Wind v sill w= 136.6 plf P6TN feet OTM 16234 19964 R OTM 7745 9461 ♦ • UPLIFT 614 759 Up above 0 0 UP sum 614 759 H/L Ratios: L1='' 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 ` Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear (lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingfa b,c,d1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) . Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal 1 on both sides of opening I _ opposite side of sheathing Pony : ~ wall height . t Fasten Top plate to header •1 e „1 f+' ✓pki with two rows of 16d ' c �� sinker nails at 3"o.c.typ .r.'.Y%� . .. moi.. ...4,✓, `i_44, Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max total .v Header to jack-stud strap per wind design. Min 1000 lbf on both sides of opening opposite height side of sheathing. • If needed,panel splice edges shall occur over and be I 10' Min.double 2x4 framing covered with min 3/8" L nailed to common blocking max thick wood structural panel sheathing with tttt ,^ within middle 24"of portal height r .,. 8d common or galvanized box nails at 3"o.c. ` height.One row of 3"o.c. • in all framing(studs,blocking,and sills)Typ. nailing is required in each panel edge. Min length of panel per table 1 - Typical pal frame constructionort Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar N \__ ..,i�_ I jack studs per IRC tables To and bottom of footing.Lapbars 15 min. R502.5(1)&(2). ' 40 ,,, „ ,,,77. ,,,,_ , ‘, ,„, ,,‘ t. 9 f \\_ Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC 8403.1.6- into framing) with 2"x 2°x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association C4 Roseburg J3 MAIN 10-27-15 3:22pm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 r4`> - ;n.t t x, f,a, ,:,;' s. F N, .I a, ^.; <�KS : : it' `' "�i'�r"E' sr a,d ,..4."3r`� y'7,rr sr 13 3 0 10 6 0 ® 10 3 0 3400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# — 2 13' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# — 3 23' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(227p(f) 85#(64plf) 2 773#(580p1f) 218#(163p1f) 3 658#(494plf) 169#(126plf) 4 250#(187p1f) 66#(49p1f) Design spans 13' 0.375" 10' 6.000" 10' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.'# 38% 6.08' Odd Spans D+L Negative Moment 1178.W 2820.'# 41% 13.25' Adjacent 1 D+L Shear 541.# 1220.# 44% 13.24' Adjacent 1 D+L End Reaction 387.# 1151.# 33% 0' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 13.25' Adjacent 1 D+L TL Deflection 0.1609" 0.6516" L/971 6.08' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 6.08' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Stro Tfe Copyright(C)2015SimpsonWP MANAGER' by Strong-Tie Company Inc.lncALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS m "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 CJ2 MAIN 10-27-15 �Roseburg 3:21pm A Forest Products Company I of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 4.ray i ,x'57: a t . t �,y. y.. ,4 -" �' n kr p t rw * ,44, '� c !, >.: '",t .ash.,.,.. was ��?h. ..�a ''" � 12 7 0 0 12 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- 2 12' 7.000" Wall DFL Plate(625psi) N/A 1.750" 441# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p1f) 102#(76p1f) 2 339#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1404.'# 2820.'# 49% 6.29' Total Load D+L Shear 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" L1684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Su:a: 1e Copyrightlois SimpsonEWP MANAGER among- (C) by Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663